scholarly journals Simulation of Partial Interaction for Composite Deck of “Al-SABTEA Bridge” Taking The Influence of Static Vehicle loads

2021 ◽  
Vol 318 ◽  
pp. 03015
Author(s):  
Qassim Yehya Hmood ◽  
Ali Laftah Abbas
Keyword(s):  
Concrete Slab ◽  
Steel Bridge ◽  
Shear Connectors ◽  
Bridge Rehabilitation ◽  
Partial Interaction ◽  
Composite Bridge ◽  
Element Approach ◽  
Full Interaction ◽  
The Difference ◽  
Composite Steel

The composite bridge has consisted of different materials such as the girder to be steel or precast that connected with deck concrete slab using shear connectors for working as one. In the present study ALSABTEA bridge rehabilitation of the space of the bridge using the composite steel girder existing composite bridge constructed in Diyala-Iraq in 1981 that designed and constructed to behave as full interaction. Representation of composite steel bridge using finite element approach with different parameters to assess the doing of the composite bridge under the effects of static loading using actual dimensions and mechanical properties. The representation of channel shear connectors through elements of COMBIN39 provided simple and powerful modeling of the connectors in comparison with using elements of the 3D solid types. Examining the push-out test and comparing results with the model established by ANSYS proved the proposed numerical model could represent the shear connector's behavior. The difference is small (2.5% to 3.7%) between the model by using the representation shear connector as solid element and combined 39 also, the difference in the results of displacement is small (5%) between the experimental test and model established by ANSYS. The effect has been studied included. Partial and full interaction of Al-SABTEA Bridge under the effects of Static loadings applied at bridge based on Iraqi specification where the final assessment the results deflection within permissible limits according to all models.

scholarly journals Verification of Flexural Behavior and Simplified Modeling of Steel-Concrete Composite Bridge

2014 ◽  
Vol 14 (1) ◽  
pp. 67-74 ◽  
Author(s):  
Jaroslav Odrobinak
Keyword(s):  
Computational Model ◽  
Experimental Verification ◽  
Concrete Slab ◽  
Global Analysis ◽  
Flexural Behavior ◽  
Concrete Cracking ◽  
Composite Bridge ◽  
Girder Bridge ◽  
Simplified Modeling ◽  
Composite Steel

Abstract An experimental verification of actual flexural behavior of composite steel-concrete girder bridge is presented. The comparison of the experimentally obtained values with the values calculated using suitable computational model is also given in the paper. Introduction of changes in stiffness of concrete slab due to concrete cracking into the global analysis is discussed, too.

scholarly journals Effect of Shear Connector Layout on the Behavior of Steel-Concrete Composite Beams with Interface Slip

2019 ◽  
Vol 9 (1) ◽  
pp. 207 ◽  
Author(s):  
Xinggui Zeng ◽  
Shao-Fei Jiang ◽  
Donghua Zhou
Keyword(s):  
Composite Beam ◽  
Concrete Slab ◽  
Composite Beams ◽  
Triangular Distribution ◽  
Shear Connector ◽  
Optimal Method ◽  
Shear Connectors ◽  
Appreciable Increase ◽  
Partial Interaction ◽  
Distribution Type

In a steel-concrete composite beam (hereafter referred to as a composite beam), partial interaction between the concrete slab and the steel beam results in an appreciable increase in the beam deflections relative to full interaction behavior. Moreover, the distribution type of the shear connectors has a great impact on the degree of the composite action between the two components of the beam. To reveal the effect of shear connector layout in the performance of composite beams, on the basis of a developed one-dimensional composite beam element validated by the closed-form precision solutions and experimental results, this paper optimizes the layout of shear connectors in composite beams with partial interaction by adopting a stepwise uniform distribution of shear connectors to approximate the triangular distribution of the shear connector density without increasing the total number of shear connectors. Based on a comparison of all the different types of stepped rectangles distribution, this paper finally suggests the 3-stepped rectangles distribution of shear connectors as a reasonable and applicable optimal method.

scholarly journals Effective Flange Width for Composite Steel Beams

2011 ◽  
Vol 7 (2) ◽  
pp. 28 ◽  
Author(s):  
T. Salama ◽  
H.H. Nassif
Keyword(s):  
Concrete Slab ◽  
Composite Beams ◽  
Analytical Investigation ◽  
Steel Beams ◽  
Limit States ◽  
Composite Action ◽  
Shear Connectors ◽  
Slab Width ◽  
Effective Flange Width ◽  
Composite Steel

 The effective flange width is a concept proposed by various codes to simplify the computation of stress distribution across the width of composite beams. Questions have been raised as to the validity of the effective slab width provisions, since they have a direct effect on the computed ultimate moment as well as serviceability limit states such as deflection, fatigue, and overloading. The objective of this paper is to present results from an experimental and analytical investigation to determine the effective slab width in steel composite beams. The Finite Element Method (FEM) was employed for the analysis of composite steel-concrete beams having variable concrete flange widths. Results were compared to those from tests performed on eight beams loaded to failure. Beam test specimens had variable flange width and various degrees of composite action (shear connectors). The comparison presented in terms of the applied load versus deflection, and strain in the concrete slab show that the AISC-LRFD code is conservative and underestimates the width active. Based on a detailed parametric study an equation for the calculation of the effective flange width is recommended. 

scholarly journals Elastic Analysis of Steel-Concrete Composite Beams with Partial Interaction

2021 ◽  
Vol 1203 (3) ◽  
pp. 032110
Author(s):  
Stefan M. Buru ◽  
Cosmin G. Chiorean ◽  
Mircea Botez
Keyword(s):  
Axial Force ◽  
Stiffness Matrix ◽  
Concrete Slab ◽  
Homogeneous Equation ◽  
Neumann Boundary ◽  
Composite Beams ◽  
Elastic Analysis ◽  
Partial Interaction ◽  
Full Interaction ◽  
Midspan Deflection

Abstract The paper presents an exact analytical method for the elastic analysis of steel-concrete composite beams with partial interaction. Accepting the basic assumptions of the Newmark analytical model and adopting the axial force in the concrete slab as the main unknown, the second order nonhomogeneous differential equation of the steel-concrete composite element with partial interaction is derived. Further, the complete solutions for simply supported and fixed-ended composite beams subjected to concentrated and uniform loads respectively, are developed. The solution of the homogeneous equation is determined by imposing proper Dirichlet or Neumann boundary conditions depending on the static scheme of the element. The particular solutions are then derived for the considered loading conditions. It is shown that the internal axial force in concrete slab associated to composite beams with partial interaction can be expressed as a fraction of the axial force in concrete slab under full interaction through a non-dimensional function f(aL) which takes into account the connection’s stiffness, the mechanical properties and also the length of the element. Moreover, the solutions are included in a flexibility-based approach to derive the force-displacement relations of the beam element with partial interaction. For the resulted 2-noded beam-column element with 6DOF, the stiffness matrix is derived, showing that the partial composite action may be included at the element level by means of a series of correction factors applied to the standard full-interaction stiffness matrix coefficients. A numerical example is provided to demonstrate the accuracy and performance of the proposed method. Within the elastic range, the predicted load-midspan deflection curve is in very good agreement with both experimental and other numerical results retrieved from international literature. A parametric study was conducted to investigate the influence of the shear connection degree on the beam’s midspan deflection and the results were compared with those computed by using code provisions.

scholarly journals STUDY ON SHEAR CONNECTION OF BRIDGE STEEL TRUSS AND CONCRETE SLAB DECK

2016 ◽  
Vol 23 (1) ◽  
pp. 105-112 ◽  
Author(s):  
Josef MACHACEK ◽  
Martin CHARVAT
Keyword(s):  
Shear Flow ◽  
Concrete Slab ◽  
Longitudinal Shear ◽  
Substantial Part ◽  
Shear Connectors ◽  
Shear Connection ◽  
Bridge Steel ◽  
Steel Truss ◽  
Composite Bridge ◽  
Concrete Deck

Longitudinal shear flow in the connection of a bridge steel truss upper chord and a concrete bridge slab is studied both in elastic and plastic stages of loading up to the shear connection collapse. First the distribution of the shear flow with an increasing level of loading is shown as resulted from 3D MNA (materially nonlinear analysis) using ANSYS software package and a former experimental verification. Nevertheless, the flow peaks in elastic stages above truss nodes due to local transfer of forces are crucial for design of the shear connection in bridges. Therefore a simple approximate 2D elastic frame modelling was suggested for subsequent extensive parametric studies. The study covers various loadings including the design loading of bridges and demonstrates importance of rigidity of the shear connec­tion, rigidity of an upper steel truss chord and rigidity of a concrete deck. Temperature effects and a creep of concrete are also studied. The substantial part of the study deals also with concentration of shear connectors in the area of steel truss nodes and influence of the connector densification on distribution of the longitudinal shear along an interface of the steel truss chord and the concrete deck. Eurocode 4 approach and quest to find an optimum design of the shear connection in composite bridge trusses are discussed. Finally the resulting recommendations for a practical design are presented.

The Influence of Slab Concreting Sequence on a Continuous Composite Girder Bridge

2016 ◽  
Vol 691 ◽  
pp. 96-107
Author(s):  
Tomas J. Zivner ◽  
Rudolf B. Aroch ◽  
Michal M. Fabry
Keyword(s):  
Concrete Slab ◽  
Transverse Cross Section ◽  
Slab Thickness ◽  
Slab Width ◽  
Composite Girder ◽  
Steel Members ◽  
Composite Bridge ◽  
Bridge Girder ◽  
Girder Bridge ◽  
Main Girder

This paper deals with the slab concreting sequence and its influence on a composite steel and concrete continuous highway girder bridge. The bridge has a symmetrical composite two-girder structure with three spans of 60 m, 80 m, 60 m (i.e. a total length between abutments of 200.0 m). The horizontal alignment is straight. The top face of the deck is flat. The bridge is straight. The transverse cross-section of the slab is symmetrical with respect to the axis of the bridge. The total slab width is 12 m. The slab thickness varies from 0.4 m on main girders to 0.25 m at its free edges and 0.3075 m at its axis of symmetry. The center-to-center spacing between main girders is 7 m and the slab cantilever on either side is 2.5 m long. Every main girder has a constant depth of 2800 mm and the thicknesses of the upper and lower flanges are variable. The lower flange is 1200 mm wide whereas the upper flange is 1000 mm wide. The two main girders have transverse bracing at abutments and at internal supports and at regular intervals in every span. The material of concrete slab is C35/45 and of steel members S355. The on-site pouring of the concrete slab segments is performed by casting them in a selected order and is done after the launching of the steel two girder bridge. The paper presents several concreting sequences and their influence on the normal stresses and deflections of the composite bridge girder.

Field and laboratory tests were conducted (18-23), survey and review of the tests have been reported (24-26). Some correlation of theoretical and experimental data can be found in reference (27). The aforementioned brief review is limited to right (not skewed) straight (not curved) composite concrete slab on more than two steel girders type bridges. Distribution of loads for other types is being investigated under the NCHRP Project 12-26, which includes literature review and evaluation of available information. This will eventually lead to a recommended load distribution method (to replace the one that exists now) for consideration by AASHTO subcommittee on bridges and structures. The continuous portion of the bridge is about 1320 feet long, along its center line, and is composed of 6 continuous spans. The longest span is 300 feet (span 4) and it is the second continuous span from west to east (Bangor to Brewer). The spans west (span 3) and east (span 5) of the longest span are 199 feet and 247 feet respectively. The bridge is slightly curved in plan in spans 3 and 4. The bridge has 8 steel girders which are spaced at 14.0 ft. minimum to about 21 ft. maximum spacings. The girders are welded plate girders made of ASTM A588 unpainted weathering steel. The total depth of the girders in span 4 is about 10 ft. The webs are reinforced by single sided intermediate vertical stiffeners spaced at 10 to 13 ft apart. Intermediate cross-bracing diaphragms are provided between the girders at spacings vary between 17.5 and 25 feet. The bridge deck is composed of a 12 inch reinforced concrete slab which acts compositly with the steel girders (using shear connectors), and a 3 inch bituminous wearing surface. The top flange of the steel girders are embeded in the concrete and the depth of the slab over the top flange is 16 inches at the haunch. The haunch is rectangular and has a width equals the width of the steel flange plus 8 inches; 4 inches on each side of the steel flange. of the two middle girders (girder 5) was instrumented by 30 strain gages. The strain gages were Installed within span 4 (the longest span) as described in the following. Eighteen gages were installed at the location of one of the four bolted splices within the span; Six at the top flange, six

1987 ◽  
pp. 47-47
Keyword(s):  
Concrete Slab ◽  
Weathering Steel ◽  
Strain Gages ◽  
Steel Girders ◽  
Reinforced Concrete Slab ◽  
Distribution Method ◽  
Shear Connectors ◽  
The One ◽  
Available Information ◽  
Over The Top

scholarly journals Full and Partial Interaction Analysis of Single Span Double Skin Composite Beams with Frictional Force

2020 ◽  
Vol 1 (2) ◽  
pp. 12-23
Author(s):  
Orhan Doğan
Keyword(s):  
Interaction Analysis ◽  
Plain Concrete ◽  
Steel Plates ◽  
Simply Supported ◽  
Shear Connectors ◽  
Partial Interaction ◽  
Tension And Compression ◽  
Double Skin ◽  
Frictional Forces ◽  
Thin Steel Plate

Double skin composite (DSC) construction consists of a layer of a plain concrete, sandwiched between two layers of relatively thin steel plate, connected to the concrete by welded stud shear connectors. This construction acts in a similar way to doubly reinforced concrete elements but the flexibility of connection between the steel plates and concrete gives rise to interface slip and additional overall element deflection. This results in a strong and efficient structure with certain potential advantages over conventional forms of construction. This paper presents a theoretical analysis of the behavior of simply supported single span DSC beams, assuming both full and partial interaction. The partial interaction analysis takes into account the flexibility of connection on both tension and compression faces. The partial interaction analysis is extended to cover the influence of frictional forces between the concrete and external steel plates, at the supports and load points. The theoretical solutions based on partial interaction theory, assuming realistic material and shear connector properties and incorporating the influence of interface frictional forces between the concrete and external steel plates, at the supports and load points, are compared with the results of tests on DSC beams. It is concluded that the proposed method shows good correlation with real behavior and may be reliably used for the analysis of simply supported single span DSC beams.

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